JPH07229387A - Construction method for underground structure - Google Patents
Construction method for underground structureInfo
- Publication number
- JPH07229387A JPH07229387A JP6046496A JP4649694A JPH07229387A JP H07229387 A JPH07229387 A JP H07229387A JP 6046496 A JP6046496 A JP 6046496A JP 4649694 A JP4649694 A JP 4649694A JP H07229387 A JPH07229387 A JP H07229387A
- Authority
- JP
- Japan
- Prior art keywords
- tunnel
- tunnels
- leading
- trailing
- outer shell
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Pending
Links
Landscapes
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、地下タンクや大断面ト
ンネル等の地下空間を構築する方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing an underground space such as an underground tank or a large section tunnel.
【０００２】[0002]
【従来の技術】大断面トンネルの躯体（外殻部）を多数
のシールドトンネルを連結して構築することが提案され
ている。この方法は、シールドトンネルを複数接近して
施工した後、各トンネル内から隣り合うトンネルへ向け
て掘削した後、トンネル間を覆工して、連続したトンネ
ル空間を構築するものである。各トンネルの接合作業を
安全確実に施工するため、地上又は先行して構築したト
ンネル坑内から掘削予定の地山へ薬液注入して地盤改良
を施している。2. Description of the Related Art It has been proposed to construct a large-section tunnel frame (outer shell) by connecting a number of shield tunnels. This method constructs a continuous tunnel space by constructing a plurality of shield tunnels close to each other, excavating from inside each tunnel to the adjacent tunnels, and then lining the spaces between the tunnels. In order to safely and securely carry out the joining work of each tunnel, the ground is improved by injecting a chemical solution into the ground to be excavated from the ground or inside the tunnel mine constructed earlier.
【０００３】[0003]
【発明が解決しようとする問題点】前記した従来の地下
構造物の構築方法には次のような問題点がある。Problems to be Solved by the Invention The above-mentioned conventional method for constructing an underground structure has the following problems.
【０００４】＜イ＞ 薬液注入による地盤改良は、改良
程度にばらつきを生じ、地山崩落の危険性が常に残る。<B> Ground improvement by injecting a chemical solution causes variations in the degree of improvement, and there is always a risk of ground collapse.
【０００５】＜ロ＞ この種の薬液としては、止水性の
高いものや地盤の支持力をより増大させる効果の高い高
分子系の薬液や、高分子系に比べて性能が劣る水ガラス
系の薬液が用いられている。しかしながら、いずれの薬
液にしろ有害物質を含むため、薬液が地下水に触れて地
下水を汚染する危険が高く、その改善技術の提案が望ま
れている。<B> As this type of chemical liquid, one having a high water-stopping property, a polymer liquid having a high effect of further increasing the bearing capacity of the ground, and a water glass-based liquid having a performance lower than that of the polymer A chemical solution is used. However, since any chemical liquid contains a harmful substance, there is a high risk that the chemical liquid may contact the groundwater and contaminate the groundwater, and proposals for improvement techniques therefor are desired.
【０００６】＜ハ＞ 地下水位以下のトンネル内から薬
液を注入するには、高度な施工管理と熟練技能を必要と
する。<C> Injecting a chemical solution from the tunnel below the groundwater level requires a high level of construction management and skilled skill.
【０００７】＜ニ＞ トンネル内は作業空間が狭く、薬
液注入の作業性が悪いうえに、作業に危険が伴なう。<D> The work space in the tunnel is narrow, and the workability of injecting the chemical liquid is poor, and the work is dangerous.
【０００８】＜ホ＞ 薬液注入工は、機械化、自動化が
難しく、施工速度を早めることが困難であるため、トン
ネル躯体の構築に多くの労力と時間を要する。。<E> Since the chemical solution infusion process is difficult to mechanize and automate, and it is difficult to increase the construction speed, it takes a lot of labor and time to construct the tunnel frame. .
【０００９】[0009]
【本発明の目的】本発明は以上の問題点を解決するため
になされたもので、その目的とするところは、地下水の
汚染を防止し、工期の大幅短縮及び省力化の図れる、地
下構造物の構築方法を提供することにある。SUMMARY OF THE INVENTION The present invention has been made to solve the above problems, and an object of the present invention is to prevent underground water from being contaminated, and to significantly shorten the construction period and save labor, thereby providing an underground structure. It is to provide a construction method of.
【００１０】[0010]
【問題点を解決するための手段】複数の先行トンネルを
構築予定の構造物の外殻に沿って構築し、前記先行トン
ネル間に先行トンネルの躯体に食い込ませて後行トンネ
ルを構築し、前記先行トンネルと後行トンネルの空間を
連通させることを特徴とする、地下構造物の構築方法で
ある。[Means for Solving the Problems] A plurality of preceding tunnels are constructed along the outer shell of the structure to be constructed, and a trailing tunnel is constructed by digging into the frame of the preceding tunnel between the preceding tunnels, It is a method of constructing an underground structure, characterized by connecting the space of the leading tunnel and the space of the trailing tunnel.
【００１１】[0011]
【実施例１】本実施例は、図面を参照しながら大断面ト
ンネルの外殻部を構築する場合を一例に説明する。[Embodiment 1] This embodiment will be described by taking as an example the case of constructing an outer shell portion of a large-section tunnel with reference to the drawings.
【００１２】＜イ＞先行トンネルの施工（図２） 大断面トンネルの外殻部１０の構築予定線に沿って、先
行トンネル２０を構築する。先行トンネル２０は、後述
する後行トンネル３０間の地盤改良を目的とした仮設ト
ンネルで、少なくとも後行トンネル３０の横幅より狭い
間隔で構築する。先行トンネル２０は、後行トンネル３
０、３０間を連結する際に機能する関係から場所打によ
り構築し、例えば低強度コンクリート、モルタル、現場
発生土に固化材を混入させたものを使用できる。先行ト
ンネル２０の素材は、十分な地盤の支持効果と、後行ト
ンネル３０施工時の掘削性が確保できる素材であれば、
上記した以外の素材を使用しても良い。<a> Construction of the preceding tunnel (FIG. 2) The preceding tunnel 20 is constructed along the planned construction line of the outer shell portion 10 of the large section tunnel. The leading tunnel 20 is a temporary tunnel for the purpose of ground improvement between the trailing tunnels 30, which will be described later, and is constructed at least at an interval narrower than the lateral width of the trailing tunnel 30. The leading tunnel 20 is the trailing tunnel 3
It is possible to use, for example, low-strength concrete, mortar, or soil mixed with a solidifying material, which is constructed by cast-in-place because of the function that works when connecting 0 and 30. As long as the material of the leading tunnel 20 is a material that can secure sufficient ground support effect and excavability during construction of the trailing tunnel 30,
Materials other than those mentioned above may be used.
【００１３】＜ロ＞先行トンネルへの補強工（図２） 先行トンネル２０構築後、トンネル中央にできた空間２
１に充填材２２を充填する。充填材２２は、後行トンネ
ル３０掘削シールドの支障にならない性状を有し、且つ
切羽の安定を確保できる。例えば低強度コンクリート、
モルタル、現場発生土に固化剤を混入させたもの、及び
これらに発泡材を混入したもの等を用いることができ
る。これらは十分な地盤改良効果が得られると共に、施
工時において後行トンネル３０の掘削性が良い特性を持
っていればよい。<B> Reinforcement work for the preceding tunnel (Fig. 2) After the construction of the preceding tunnel 20, the space 2 created in the center of the tunnel 2
1 is filled with the filler 22. The filler 22 has a property that does not hinder the excavation shield of the trailing tunnel 30 and can secure the stability of the face. Low strength concrete,
It is possible to use mortar, one in which a solidifying agent is mixed in the soil generated on site, and one in which a foaming material is mixed in these. It suffices that these have a sufficient ground improvement effect and have a characteristic that the excavability of the trailing tunnel 30 is good at the time of construction.
【００１４】＜ハ＞後行トンネルの施工（図３、４） 先行トンネル２０、２０間に後行トンネル３０を構築す
る。この際先行トンネル２０、２０の躯体に食い込ませ
るように掘進して後行トンネル３０を構築する。このよ
うにして、複数の先行トンネル２０の間にまたがって、
後行トンネル３０を順次構築して行く。<C> Construction of a trailing tunnel (FIGS. 3 and 4) A trailing tunnel 30 is constructed between the leading tunnels 20 and 20. At this time, a trailing tunnel 30 is constructed by digging so as to bite into the frames of the leading tunnels 20, 20. In this way, across the plurality of preceding tunnels 20,
The trailing tunnel 30 is sequentially constructed.
【００１５】＜ニ＞トンネル間の覆工補強（図５） 先行トンネル２０間に後行トンネル３０を構築した後
に、後行トンネル３０間を連結するための覆工補強を実
施する。トンネル間の連結に際し、後行トンネル３０、
３０の対向する位置に当たるセグメント３１の撤去を行
い、トンネル間の掘削を実施しても後行トンネル３０の
覆工の安全を確保できるようにトンネル坑内に十分な補
強を実施する。後行トンネル３０坑内の補強は、公知技
術を利用して実施し、例えば撤去されるセグメント３１
の手前に補強用の桁３２を建て込むこと等が考えられ
る。<D> Reinforcement of lining between tunnels (FIG. 5) After constructing the trailing tunnel 30 between the leading tunnels 20, lining reinforcement for connecting the trailing tunnels 30 is implemented. When connecting the tunnels, the trailing tunnel 30,
Even if the segment 31 corresponding to the opposite position of 30 is removed and excavation between tunnels is carried out, sufficient reinforcement is carried out in the tunnel mine so that the safety of the lining of the trailing tunnel 30 can be secured. Reinforcement inside the tunnel 30 is performed by using a known technique, for example, the segment 31 to be removed.
It is conceivable to build a reinforcing girder 32 in front of the.
【００１６】＜ホ＞トンネル間の連結工（図６） 後行トンネル３０、３０間の連結に際し、対向する位置
に当たるセグメント３１の撤去を実施する。セグメント
３１の撤去に際し、前述の後行トンネル３０、３０の覆
工補強を施し、撤去されるセグメント３１は先行トンネ
ル２０により地盤改良された部分であるため地山崩落及
びトンネルの変形等の恐れは無い。セグメント３１の撤
去後、後行トンネル３０、３０間を掘削して連通する。
トンネル連結の為の掘削部分は、先行トンネル２０によ
り地盤改良されているため、地山崩落等の恐れは一切無
く、公知の掘削技術により後行トンネル３０、３０間を
連通することができる。<E> Connection between tunnels (FIG. 6) When connecting the trailing tunnels 30, 30, the segment 31 corresponding to the opposing position is removed. When removing the segment 31, the lining reinforcement of the trailing tunnels 30, 30 described above is applied, and since the segment 31 to be removed is the part where the ground has been improved by the preceding tunnel 20, there is no fear of collapse of the ground or deformation of the tunnel. There is no. After removing the segment 31, the trailing tunnels 30, 30 are excavated and communicated.
Since the excavation portion for connecting the tunnels is ground-improved by the preceding tunnel 20, there is no fear of ground collapse or the like, and it is possible to connect the trailing tunnels 30, 30 by a known excavation technique.
【００１７】＜ヘ＞連結部の覆工（図６） 掘削されたトンネル連結部分３３を覆工する。トンネル
連結部分３３の覆工は、公知の覆工技術を利用すること
が可能であり、例えばセグメント３１や吹付けコンクリ
ート等で覆工できる。以上説明してきた＜ニ＞〜＜ヘ＞
の作業を繰り返すことにより、後行トンネル３０が全て
連結され、大断面トンネルの外殻部１０の型枠となる巨
大な略環状の空間が形成される。<F> Lining of the connecting portion (FIG. 6) The excavated tunnel connecting portion 33 is lined. For the lining of the tunnel connection portion 33, a known lining technique can be used, and for example, the segment 31 or shotcrete can be used for lining. <D> to <f> described above
By repeating the above work, all the trailing tunnels 30 are connected to each other, and a huge substantially annular space serving as a mold for the outer shell portion 10 of the large-section tunnel is formed.
【００１８】＜ト＞大断面トンネルの外殻部の構築 図１に示すように、上記の工程により形成された大断面
トンネルの外殻部１０の型枠となる巨大な空間内に鉄筋
や鉄骨等の補強材を配筋した後、コンクリート等を打設
することにより、大断面トンネルの外殻部１０を完成す
る。<G> Construction of Outer Shell of Large Section Tunnel As shown in FIG. 1, a reinforcing bar and a steel frame are formed in a huge space which is a form of the outer shell 10 of the large section tunnel formed by the above process. After arranging reinforcing materials such as, the concrete is put into the outer shell portion 10 of the large cross-section tunnel.
【００１９】[0019]
【実施例２】実施例１において、略楕円断面を有する先
行トンネル２０及び後行トンネル３０により大断面トン
ネルの外殻部１０を構築した一例について説明してある
が、トンネルの断面形状は、円形、方形、馬蹄形等の形
状を採用でき、その形状に制約を受けない。Second Embodiment In the first embodiment, an example in which the outer shell portion 10 of the large-section tunnel is constructed by the leading tunnel 20 and the trailing tunnel 30 having a substantially elliptical cross section is described. Shapes such as square, horseshoe, etc. can be adopted, and the shape is not restricted.
【００２０】[0020]
【実施例３】実施例１及び２において、既設された後行
トンネル３０の近傍へ他の後行トンネル３０を構築する
際に、既設された後行トンネル３０は側方土圧の開放に
より潰れやすくなるため、予めトンネル３０内に公知の
補強工（トンネル３０の潰れ防止を目的とした支柱工
等）を施し、トンネル躯体を保護することも考えられ
る。[Embodiment 3] In Embodiments 1 and 2, when constructing another trailing tunnel 30 in the vicinity of the existing trailing tunnel 30, the existing trailing tunnel 30 is crushed by the release of lateral earth pressure. For this reason, it may be possible to protect the tunnel frame by performing a known reinforcement work (such as a pillar work for the purpose of preventing the collapse of the tunnel 30) in the tunnel 30 in advance.
【００２１】[0021]
【実施例４】以上の各実施例１〜３で説明してきた、先
行トンネル２０及び後行トンネル３０の横断面を円形も
しくは非円形に構築したり、先行トンネル２０を掘削性
に優れた低強度に構築したり、先行トンネル２０内へ固
結材を充填したり、掘削前に後行トンネル３０に補強工
を施す等の各追加要素については、これらに限定される
ものではなく、適宜組み合わせて、或いは組み合わせを
変えることによって大断面トンネルの外殻部１０を構築
することも考えられる。[Embodiment 4] The cross-sections of the leading tunnel 20 and the trailing tunnel 30 which have been described in the above-described Embodiments 1 to 3 are constructed in a circular shape or a non-circular shape, or the leading tunnel 20 is excavable and has low strength. Each of the additional elements such as the construction, the filling of the solidified material into the leading tunnel 20 and the reinforcement of the trailing tunnel 30 before excavation are not limited to these, and may be appropriately combined. It is also conceivable to construct the outer shell 10 of the large-section tunnel by changing the combination.
【００２２】[0022]
【発明の効果】本発明は以上説明したようになるから次
のような効果を得ることができる。Since the present invention is as described above, the following effects can be obtained.
【００２３】＜イ＞ 後行トンネルの間に位置する地山
部分に、先行トンネルを構築して確実に補強できるた
め、地上やトンネル内から薬液を注入する必要がなく、
作業の安全性に対する信頼性が著しく向上する。<a> Since a leading tunnel can be constructed and reliably reinforced in the rock portion located between the trailing tunnels, it is not necessary to inject the chemical liquid from the ground or the inside of the tunnel.
The reliability of work safety is significantly improved.
【００２４】＜ロ＞ 薬液を使用しないので、地下水を
汚染する危険が全くない。また、薬液注入を実施しない
ので、高度な施工管理や熟練技能作業員を必要とせず、
しかも坑内事故の発生を回避できる。<B> Since no chemical solution is used, there is no danger of contaminating groundwater. In addition, since chemical injection is not performed, it does not require advanced construction management or highly skilled workers.
Moreover, the occurrence of underground accidents can be avoided.
【図１】 本発明に係る地下構造物の横断面図1 is a cross-sectional view of an underground structure according to the present invention
【図２】 先行トンネル施工時の説明図[Fig. 2] Illustration of the construction of the preceding tunnel
【図３】 後行トンネル施工時の説明図[Fig.3] Illustration for construction of a trailing tunnel
【図４】 接近トンネル構築の説明図[Fig. 4] An illustration of construction of an approach tunnel
【図５】 トンネル連結前の補強工の説明図[Fig. 5] Illustration of reinforcement work before tunnel connection
【図６】 連結完了後のトンネルの説明図FIG. 6 is an explanatory diagram of a tunnel after connection is completed.
Claims (8)
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て複数の先行トンネルを構築し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させるこ
とを特徴とする、 地下構造物の構築方法。1. A method of connecting a plurality of tunnels to construct an outer shell of an underground structure, wherein a plurality of preceding tunnels are constructed at regular intervals along a planned construction line of the outer shell of the structure. A method for constructing an underground structure, characterized in that the trailing tunnel is constructed by biting into the frame of the leading tunnel between the leading tunnels, and the spaces of the leading tunnel and the trailing tunnel are communicated with each other.
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
てトンネル横断面が円形もしくは非円形の先行トンネル
を複数構築し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
てトンネル横断面が円形もしくは非円形の後行トンネル
を構築し、 前記先行トンネルと後行トンネルの空間を連通させるこ
とを特徴とする、 地下構造物の構築方法。2. A method for constructing an outer shell of an underground structure by connecting a plurality of tunnels, wherein the tunnel cross-section is circular or has a constant interval along a planned line of the outer shell of the structure. A plurality of non-circular leading tunnels are constructed, and a trailing tunnel with a circular or non-circular tunnel cross section is constructed by biting into the frame of the leading tunnel between the leading tunnels, and the leading tunnel and trailing tunnels are communicated A method of constructing an underground structure, characterized by:
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て掘削性に優れた低強度の先行トンネルを複数構築し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させるこ
とを特徴とする、 地下構造物の構築方法。3. A method of constructing an outer shell of an underground structure by connecting a plurality of tunnels, wherein a low excavability excellent in excavability is provided along a planned construction line of the outer shell of the structure at regular intervals. A plurality of high-strength leading tunnels are constructed, a trailing tunnel is constructed by biting into the frame of the leading tunnel between the leading tunnels, and the space between the leading tunnel and the trailing tunnel is communicated with each other, an underground structure How to build.
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て複数の先行トンネルを構築し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させ、 先行トンネル及び後行トンネルの横断面が円形もしくは
非円形であると共に、 先行トンネルが掘削性に優れた低強度に設計したことを
特徴とする、 地下構造物の構築方法。4. A method of constructing an outer shell of an underground structure by connecting a plurality of tunnels, wherein a plurality of preceding tunnels are constructed at regular intervals along a planned construction line of the outer shell of the structure. Then, between the preceding tunnels, the trailing tunnel is constructed by biting into the frame of the preceding tunnel, connecting the spaces of the preceding tunnel and the following tunnel, and the cross section of the preceding tunnel and the following tunnel is circular or non-circular. In addition, the method of constructing an underground structure is characterized in that the preceding tunnel is designed to have excellent excavability and low strength.
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て複数の先行トンネルを構築し、 前記先行トンネル内に固結材を充填し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させたこ
とを特徴とする、 地下構造物の構築方法。5. A method of connecting a plurality of tunnels to construct an outer shell of an underground structure, wherein a plurality of preceding tunnels are constructed at regular intervals along a planned construction line of the outer shell of the structure. However, a filling material is filled in the preceding tunnel, a trailing tunnel is constructed by biting into the frame of the leading tunnel between the leading tunnels, and the spaces of the leading tunnel and the trailing tunnel are communicated with each other. And how to build underground structures.
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
てトンネル横断面が円形もしくは非円形の先行トンネル
を複数構築し、 前記先行トンネル内に固結材を充填し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
てトンネル横断面が円形もしくは非円形の後行トンネル
を構築し、 前記先行トンネルと後行トンネルの空間を連通させるこ
とを特徴とする、 地下構造物の構築方法。6. A method for constructing an outer shell portion of an underground structure by connecting a plurality of tunnels, wherein the tunnel cross section is circular or has a constant space along a planned construction line of the outer shell portion of the structure. Construct a plurality of non-circular leading tunnels, fill the leading tunnel with a solidifying material, and bite into the body of the leading tunnel between the leading tunnels to build a trailing tunnel with a circular or non-circular cross-section. A method for constructing an underground structure, characterized in that the space of the preceding tunnel and the space of the following tunnel are communicated with each other.
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て掘削性に優れた低強度の先行トンネルを複数構築し、 前記先行トンネル内に固結材を充填し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させるこ
とを特徴とする、 地下構造物の構築方法。7. A method for constructing an outer shell of an underground structure by connecting a plurality of tunnels, wherein a low excavability excellent in excavability is provided along a planned construction line of the outer shell of the structure at regular intervals. Constructing a plurality of strength leading tunnels, filling the leading tunnel with a solidifying material, and building a trailing tunnel by biting into the body of the leading tunnel between the leading tunnels, a space between the leading tunnel and the trailing tunnel A method of constructing an underground structure, characterized by connecting the
の外殻部を構築する方法において、 構造物の外殻部の構築予定線に沿い、一定の間隔を隔て
て複数の先行トンネルを構築し、 前記先行トンネル内に固結材を充填し、 前記先行トンネル間に先行トンネルの躯体に食い込ませ
て後行トンネルを構築し、 前記先行トンネルと後行トンネルの空間を連通させ、 前記先行トンネル及び後行トンネルの横断面が円形もし
くは非円形であると共に、 前記先行トンネルが掘削性に優れた低強度に設計したこ
とを特徴とする、 地下構造物の構築方法。8. A method of constructing an outer shell of an underground structure by connecting a plurality of tunnels, wherein a plurality of preceding tunnels are constructed at regular intervals along a planned construction line of the outer shell of the structure. Then, filling the inside of the preceding tunnel with a solidifying material, building a trailing tunnel by biting into the frame of the leading tunnel between the leading tunnels, connecting the spaces of the leading tunnel and the trailing tunnel, the leading tunnel The method for constructing an underground structure is characterized in that the cross section of the trailing tunnel is circular or non-circular, and the preceding tunnel is designed to have low strength with excellent excavability.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6046496A JPH07229387A (en) | 1994-02-21 | 1994-02-21 | Construction method for underground structure |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6046496A JPH07229387A (en) | 1994-02-21 | 1994-02-21 | Construction method for underground structure |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| JPH07229387A true JPH07229387A (en) | 1995-08-29 |
Family
ID=12748845
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6046496A Pending JPH07229387A (en) | 1994-02-21 | 1994-02-21 | Construction method for underground structure |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPH07229387A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09328998A (en) * | 1996-06-07 | 1997-12-22 | Shimizu Corp | Large-section tunnel and its construction method |
| JP2008088732A (en) * | 2006-10-03 | 2008-04-17 | Shimizu Corp | Method of constructing large cross-sectional tunnel |
| JP2015105513A (en) * | 2013-11-29 | 2015-06-08 | 清水建設株式会社 | Construction method for outer shell shield tunnel |
| JP2016153601A (en) * | 2014-11-05 | 2016-08-25 | 前田建設工業株式会社 | Construction method for underground widened part |
-
1994
- 1994-02-21 JP JP6046496A patent/JPH07229387A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH09328998A (en) * | 1996-06-07 | 1997-12-22 | Shimizu Corp | Large-section tunnel and its construction method |
| JP2008088732A (en) * | 2006-10-03 | 2008-04-17 | Shimizu Corp | Method of constructing large cross-sectional tunnel |
| JP4687986B2 (en) * | 2006-10-03 | 2011-05-25 | 清水建設株式会社 | Construction method of large section tunnel |
| JP2015105513A (en) * | 2013-11-29 | 2015-06-08 | 清水建設株式会社 | Construction method for outer shell shield tunnel |
| JP2016153601A (en) * | 2014-11-05 | 2016-08-25 | 前田建設工業株式会社 | Construction method for underground widened part |
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